Due to the large scope of this project a Joint-Venture was formed by Clark Construction and Balfour Beatty. The project delivery method is Design-Build with an estimated completion for new construction in November 2010. The new buildings are attaching to existing buildings that are to remain functional with minimal disturbances to normal operation during the total construction process.

Mechanical:

Building A and B both receive conditioned supply air from custom made air handling units (AHU’s). Building A has eight units and Building B has three units which are all rated at 50,000 cfm each. Building A and B both receive 100% outside air for ventilation. Air is supplied at a Constant Air Volume (CAV) to remote CAV boxes located throughout both Building A and B. In order to reduce some of the energy consumption associated with 100% outside air systems, total energy wheels are being used on all of the AHU’s. The pool area in Building A is served by a dedicated packaged air handling unit to better meet the temperature and humidity control requirements.

Three 1,000 ton water cooled centrifugal chillers are located in the basement of Building A. One 180 ton heat recovery chiller is located in the basement of Building A and a 225 ton heat recovery chiller is located in the basement of Building B. Three 1,000 ton induced draft cooling towers with a counter flow configuration are located on the adjacent parking garage. Two-pipe fan coil units (FCU) are used in both the electrical closets and telecommunications closets of both buildings. The heating load requirements of both buildings are met by using the existing campus steam generation plant. The 125 psig supply steam is reduced to either 75 psig or 15 psig through pressure reducing stations located in the basement of Building A. The reduced 75 psig steam is then supplied to a humidification steam generator. The 15 psig steam is fed through heat exchangers which are used for heating hot water or domestic hot water.

Electrical:

Building A and B have an electrical supply of 13.2 KV into two switchgears that reduce the voltage to 480V/277V 3 phase power. Each switchgear is fed by (3) 350 KCMIL wires with a bare 4/0 ground. Building A also has a dedicated switchgear serving rooms with life safety requirements. Four wires are used to distribute power to individual panels. Emergency power is going to be supplied from two new generators which are being installed in the patient parking garage.

Lighting:

Building A and B primarily have 2x4 direct/indirect lighting fixtures with either standard ballast or dimmable ballasts. Two F32 T8 lamps are used in each fixture with a CRI of 90 and a temperature rating of 5000K. In areas where 2x4 fixtures are not used, recessed down lights with compact fluorescent lamps are used. Special lighting needs in operating and recovery rooms are addressed on a case by case basis.

Structural:

Building A uses a concrete two way flat slab construction for it’s superstructure. The concrete slab thickness throughout the building is 9”. This concrete slab is reinforced in both directions and is thickened around the concrete columns which have a 30’ spacing on center. The thickened slab portions around the concrete beams range from 8” to 12” in depth added to the typical slab depth. Concrete beams with varying depths from 17” to 120” are used to frame out structural openings throughout the building. A concrete spread footing foundation is used for Building A.

Building B uses an all steel superstructure with metal deck and concrete slab. The typical concrete slab is either a 3 ¼” lightweight concrete or a 4 ½” normal weight concrete slab depending on the room function. This concrete slab is placed over a 2” deep 18 gage or a 3” deep 18 gage galvanized deck which brings the total slab thicknesses to 5 ¼” and 7 ½” respectively. The size of the structural beam used throughout the building ranges from a W8 all the way to a W33. A combination of drilled piers and spread footings are used as the foundation of Building B.

Note: While great efforts have been taken to provide accurate and complete information on the pages of CPEP, please be aware that the information contained herewith is considered a work‐in‐progress for this thesis project. Modifications and changes related to the original building designs and construction methodologies for this senior thesis project are solely the interpretation of Justin Herzing. Changes and discrepancies in no way imply that the original design contained errors or was flawed. Differing assumptions, code references, requirements, and methodologies have been incorporated into this thesis project; therefore, investigation results may vary from the original design